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Graduation design program for 50000t/d municipal sewage treatment plant
Graduation design for 50000t/d municipal sewage treatment plant
Chapter 1 Design content and tasks
1. Design title
50000t/d municipal sewage treatment plant Design.
2, design purpose
(1) review and consolidate the knowledge and principles learned;
(2) master the general water treatment structures design calculations.
3, design requirements:
(1) independent thinking, independent completion;
(2) to complete the design layout of the main treatment structures;
(3) process selection, equipment selection, technical parameters, performance, and detailed description;
(4) the finished product submitted: design specifications, process flow diagrams, elevation diagrams, plant layout Diagram.
4, design steps:
(1) water quality, water quantity (development needs, abundant water, dry water, flat water);
(2) geographic location, geological data survey (meteorological, hydrological, climatological);
(3) effluent requirements, to achieve the target, the way out of sewage treatment;
(4) process selection, including: Design, arrangement, selection, performance parameters of treatment structures.
(5) Evaluation of the process;
(6) Design calculations;
(7) Construction engineering drawings (flow charts, elevation drawings, plant layout);
(8) Staffing, cost estimates;
(9) Construction instructions.
5, design tasks
(1), the design of inlet and outlet water quality and discharge standards
Items CODCr (mg / L) BOD5 (mg / L) SS (mg / L) NH3-N (mg / L) TP (mg / L)
Inlet water quality ≤ 200 ≤ 150 ≤ 200 ≤ 30 ≤ 4
Effluent water quality ≤60 ≤20 ≤20 ≤15 ≤0.1
Discharge standard 60 20 20 15 0.1
(2), Discharge standard: (GB8978-1996) Level 1 standard;
(3), the receiving body of water: the river (elevation: -2m)
Chapter II Sewage Treatment Process flow description
I. Meteorological and hydrological data: wind direction: the dominant wind direction for many years is the southeast wind; hydrology: precipitation for many years averaged 2370mm per year; evaporation for many years averaged 1,800mm per year; groundwater level, the ground below the 6 ~ 7m. Annual average water temperature: 20 ℃
Topography of the plant: sewage treatment plant siting area in the altitude elevation of 19-21m Around the average ground elevation of 20m. average ground slope of
0.3‰ ~ 0.5‰, the terrain is high in the northwest and low in the southeast. The area of land acquisition in the plant is 224m in east-west length and 276m in north-south length.
Three, sewage treatment process flow description:
1, process program analysis:
The characteristics of the project's wastewater treatment are:
This project's sewage treatment is characterized by:
1) sewage to organic pollution is mainly, BOD/COD = 0.75, biochemistry is better, and heavy metals and other toxic and harmful pollutants that are difficult to biodegrade Generally do not exceed the standard; ② sewage in the main pollutant indicators BOD, COD, SS value for typical urban sewage value.
Aiming at the above characteristics, as well as water requirements, the characteristics of the existing urban wastewater treatment technology to use biochemical treatment is the most economical. As the future may require reuse of effluent, the treatment process should also be nitrification, taking into account the NH3-N effluent concentration emission requirements are low, do not have to completely denitrification. According to the domestic and foreign operation of medium and small-scale sewage treatment plant investigation, to achieve the identified management objectives, can be used "A2 / O activated sludge method".
2, process flow
Chapter III Process Design Calculation
Design flow:
Average flow: Qa=50000t/d≈50000m3/d=2083.3 m3/h=0.579 m3/s
Total coefficient of variation: Kz= (Qa- average flow, L/s). Average flow rate, L/s)
=
=1.34
∴Design flow rate Qmax:
Qmax= Kz×Qa=1.34×50,000 =67,000 m3/d =2791.7 m3/h =0.775 m3/s
Equipment design calculations
A. Grating< /p>
Grid is made of a set of parallel metal bars or screens, installed in the sewage channel, pumping station collection wells at the inlet or the end of the sewage treatment plant, to retain large suspended or floating materials. In general, divided into two coarse and fine grating.
Grid type: chain mechanical grating
Design parameters:
Grid width s = 10.0mm Grate gap width d = 20.0mm Grate before the depth of water h = 0.8m
Over the grating flow rate u = 1.0m/s Grate before the channel flow rate ub = 0.55m / s α = 60 °
Grid building width b
Take b
Take the b
Take b
Take b
Grate building width b
Grate construction width b
Take b
Grate construction width b
Take b=3.2m
The length of the tapering part of the inlet channel (l1):
Set the width of the inlet channel b1=2.5m, and the angle of expansion of the tapering part of the width of the width of the channel α=20°
The length of the tapering part of the connection between the grating grooves and the outlet channel (l2):
The loss of the head of the grating through the grating (h2):
Grille bar cross section Rectangular section, so k = 3, then:
Grid after the total height of the channel (h total):
Set the grating before the channel height h1 = 0.3m
Grid groove length (L):
Daily slag volume W:
Set the daily slag volume of 0.07m3/1000m3, take KZ = 1.34
Adopt mechanical Slag clearing.
Two, lifting pump room
1, water pump selection
Designed water 67000m3/d, choose to use four submersible sewage pumps (3 with a standby)
Head/m Flow/(m3/h) Speed/(r/min) Shaft power/kw Impeller diameter/mm Efficiency/%
7.22 1210 1450 29.9 300 79.5
7.22 1210 1450 29.9 300 79.5
The daily slagging volume of 0.07m3/1000m3 is taken as KZ=1.34
Adopt mechanical cleaning. 29.9 300 79.5
2, the pool
1, volume According to the maximum flow rate of a pump 6min flow rate design, the effective volume of the pool
2, the area of the effective depth of water, then the area
3, the pump position and installation
Submersible pumps are placed directly in the pool, the electric pump overhaul using a mobile hanger.
Three, sand sedimentation tank
Sand sedimentation tank is used to remove sand, cinder and other particles with high specific gravity from the sewage, to ensure the normal operation of subsequent treatment structures.
Selection: advection type sand sedimentation tank
Design parameters:
Design flow rate, design hydraulic retention time
Horizontal flow rate
1, length:
2, flow section area:
3, total width of the pool: the effective depth of the water
4, the sand sedimentation hopper volume:
T= 2d, X=30m 2d, X = 30m3/106m3
5, the volume of each sand hopper (V0)
Set each compartment has 2 compartments of sand hopper, then
6, sand hopper size of each part:
Set the bottom of the sand hopper width b1 = 0.5m; hopper wall with the horizontal inclination angle of 60 °, the sand hopper height h'3 = 1.0m
7, sand storage hopper volume: (V1)
8, the height of the sand chamber: (h3)
Set the use of gravity sand, the bottom of the pool slope i = 6%, the slope to the sand hopper, then
9, the pool's total height: (H)
10, the minimum flow rate of the accounting
(comply with the requirements)
Four, the primary sedimentation pool
Primary sedimentation tank of the role of the room on the sewage midsize density of suspended solids precipitation separation.
Selection: advection type sedimentation tank
Design parameters:
1, the total area of the pool A, indicating that the load to take
2, sedimentation part of the effective depth of h2
t = 1.5h
3, the sedimentation part of the effective volume of V'
4, the pool length L
5, the total width of B p>5, the total width of the pool B
6, the number of pools, the width of b = 5 m
7, calibration of the aspect ratio
(comply with the requirements)
8, the total volume required in the sludge section V
Knowing that the SS concentration of influent water = 200mg / L
Primary sedimentation tank efficiency design of 50 percent, then the SS concentration of effluent water
< p>Set the sludge water content of 97%, two sludge discharge time interval T = 2d, sludge capacity weight9, each compartment of the pool sludge required volume V'
10, sludge hopper volume V1,
11, above the trapezoidal part of the sludge hopper sludge volume V2
12, sludge hopper and trapezoidal part of the volume
13, the total height of sedimentation tank H
take 8m
V.
Design parameters
1, the maximum design flow rate Q=50 000m3/d
2, the design of the influent water quality COD=200mg/L; BOD5(S0)=150mg/L; SS=200mg/L; NH3-N=30mg/L; TP=1,000mg/L. 30mg/L; TP=4mg/L
3, design effluent quality COD=60mg/L; BOD5(Se)=20mg/L; SS=20mg/L; NH3-N=15mg/L; TP=0.1mg/L
4, design calculations, the use of A2/O biological phosphorus removal process
(1)
1, BOD5 Sludge load N = 0.13kgBOD5/(kgMLSS?d)
(2), return sludge concentration XR = 6,600mg/L
(3), sludge return ratio of R = 100%
(4), the concentration of suspended solids in the mixed liquor
(5), the volume of the reactor V
(6), the total hydraulic retention time of the reactor
(7), the sections of the hydraulic residence time
(7), the total hydraulic retention time of the reactor
(9), the total hydraulic retention time of the reactor
(9), the total hydraulic residence time of the reactor
(10) p>(7) Hydraulic retention time and volume of each section
Anaerobic: anoxic: aerobic = 1:1:3
Anaerobic pool hydraulic retention time, pool volume;
Anoxic pool hydraulic retention time, pool volume;
Aerobic pool hydraulic retention time, pool volume
(8) Anaerobic section of the total phosphorus loading
(9) The main dimensions of the reaction pool
Total volume of reaction pool
Set up 2 groups of reaction pools, single group pool capacity
Effective water depth
Single group effective area
Adopt 5 corridor push-flow reaction pools, width of the corridor
Length of the single group of reaction pools
Checking: (satisfy )
(meet)
Take the super-height of 1.0m, then the total height of reaction pool
is 1.0m, and the total height of reaction pool is 1.0m. The total height of the reactor pool
(10), reactor inlet and outlet system calculation
① water inlet pipe
Single group of reactor inlet pipe design flow
pipe flow rate
pipe water section area
pipe diameter
take out the water pipe diameter DN700mm
Calibrated pipeline flow rate
② Return sludge channel. Single group reaction pool return sludge channel design flow QR
Channel flow rate
Take the return sludge pipe diameter DN700mm
③ water inlet well
Reaction pool inlet hole size:
Inlet hole flow rate
Hole flow rate
Hole water cross-sectional area
Orifice size taken
Inlet shaft plane size
④ Outlet weir and outlet shaft. According to the rectangular weir flow formula:
Weir width,
H-head height on the weir, m
Outlet orifice overflow
Orifice flow rate
Orifice overflow section area
Orifice size taken
Inlet shaft plane size
Outlet weir and outlet shaft.
Orifice size taken
Inlet shaft plane size
⑤ Outlet pipe. A single group of reactor outlet pipe design flow rate
pipe flow rate
pipe water cross sectional area
pipe diameter
take out the pipe diameter DN900mm
calibrate the pipe flow rate
(11), the aeration system design calculations
①design oxygen demand AOR.
AOR = (Remove the) BOD5 oxygen demand - BODu oxygen equivalent in the remaining sludge) + (NH3-N nitrification oxygen demand - oxygen equivalent of NH3-N in the remaining sludge) - denitrification and denitrification of oxygen production
Carbonation oxygen demand D1
Nitrification demand D2
Denitrification and denitrification of oxygen production
Total demand
Total demand
The ratio of the maximum demand and average Oxygen demand ratio of 1.4, then
Removal of 1kgBOD5 oxygen demand
② standard oxygen demand
Using blast aeration, microporous aerator. Aerator laid on the bottom of the pool, 0.2m from the bottom of the pool, submerged depth of 3.8m, oxygen transfer efficiency EA = 20%, calculated temperature T = 25 ℃.
Corresponding to the standard oxygen demand at the maximum
Aerobic reactor average air supply
Maximum air supply
③ Required air pressure p
Equation
4 Aerator number calculation (calculated as a single group of reactors)
Calculated according to the oxygen supply capacity of the number of required aerators.
⑤ Calculation of air supply pipe
The air supply dry pipe is arranged in a ring.
Flow rate
Flow rate
Pipe diameter
Take the dry pipe diameter DN500mm
Single-side air supply (to the single side of the corridor) branch
Flow rate
Pipe diameter
Take the branch diameter of DN300mm
Double-side air supply
Flow rate
Pipe diameter
Take the branch pipe diameter DN=450mm
(12) Selection of anaerobic tank equipment (calculated as a single reaction tank) Anaerobic tank is equipped with a guide wall, and the anaerobic tank is divided into 3 compartments. One submersible mixer is installed in each cell, and the required power is calculated according to the capacity of the tank.
Effective volume of anaerobic tank
Power required for mixing the whole pool of sewage is
(12) Sludge return equipment
Sludge return ratio
Sludge return flow rate
Set up a return sludge pumping room with three submersible pumps (two with one standby)
Single pump flow rate
Pump head is determined according to the vertical flow. Determine.
(13), mixed-liquid reflux equipment
① mixed-liquid reflux pump
mixed-liquid reflux ratio
mixed-liquid reflux flow rate
Set up two mixed-liquid reflux pumping stations, each pumping station has three submersible sewage pumps (two with one standby)
single-pump flow rate
② mixed-liquid reflux pipe.
Mixed-liquid return pipe design
Pump house inlet pipe design flow rate
Pipe cross sectional area
Pipe diameter
Take the pump house inlet pipe diameter DN900mm
Calibration of the pipe flow rate
3 pump house pressure outlet pipe design flow
Design flow rate
Design flow rate
Sixth, two sedimentation tank
Design parameters
In order to make the sedimentation tank water flow more stable, more uniform water distribution, storage and discharge of mud is more convenient, often using a circular spoke flow two sedimentation tank. Two sedimentation tank for the center of the water inlet, peripheral outlet, amplitude flow sedimentation tank, **** 2 seats. Two sedimentation tank area according to the surface load method, hydraulic retention time t = 2.5h, surface load of 1.5m3 / (m2?h-1).
1) Calculation of pool design
①. Surface area of the secondary sedimentation tank
Diameter of the secondary sedimentation tank, take 29.8m
②. Effective depth of the tank body Mixed liquid concentration, return sludge concentration is
To ensure the concentration of sludge flow back, the two sedimentation tank sludge storage time should not be less than 2h,
The two sedimentation tank sludge area of the required storage volume Vw
Mechanical scraper and suction machine for continuous discharge of sludge, the set of sludge hopper height H2 is 0.5m.
③. The height of the buffer zone of the secondary sedimentation tank H3=0.5m, the height of the super high is H4=0.3m, and the gradient of the sedimentation tank is H5=0.63m
The total height of the side of the secondary sedimentation tank
④. Calibration of diameter-depth ratio
The ratio of the diameter of the secondary sedimentation tank to the depth of water is , which meets the requirements
2) Calculation of water intake system
①. Calculation of inlet pipe
Single pool design sewage flow rate
Inlet pipe design flow rate
Selected pipe diameter DN1000mm,
Flow rate
Slope drop is 1000i=1.83
②. Inlet shaft
Inlet shaft using D2 = 1.5m, flow rate of 0.1 ~ 0.2m/s
Outlet size 0.45 × 1.5m?,*** 6, evenly distributed along the well wall.
Water outlet flow rate
③. Calculation of steady flow cylinder
Take the flow rate in the cylinder
Stable flow cylinder overflow area
Diameter of steady flow cylinder
3) Design of water outlet part
a. Design flow rate of single pool
b. Flow rate in the ring catchment tank
c. Design of the ring catchment tank
Using peripheral catchment tank, unilateral catchment, only one total outlet in each pool, safety coefficient. A total outlet, the safety factor k take 1.2
Collector width take
Collector starting point water depth
Collector end point water depth
The trough depth take 0.7m, using double-side collector ring catchment calculation, take the width of the trough b = 0.8m, the flow rate
The end point of the trough depth
The beginning of the trough depth
The trough
The beginning of the trough depth
Calibrated. p>
Calibration: when the water flow doubles, q=0.2896 m?/s, v?=0.8m/s
Designed to take the annular groove depth of 0.6m, the total height of the catchment tank is 0.6 + 0.3 (super high) = 0.9m, using 90 ° triangular weir.
d. Design of outlet overflow weir
The outlet triangular weir (90°) is used, and the head on the weir (height from the bottom of the triangular mouth to the upstream water surface) H1=0.05m(H2O).
Flow rate of each triangular weir
Number of triangular weirs
Center distance of triangular weir (unilateral outlet)
4) Design of sludge discharge section
①. Single pool sludge volume
Total sludge volume is return sludge volume plus remaining sludge volume
Return sludge volume
Remaining sludge volume
②. Sludge collection tank along the entire diameter of the pool for the two sides of the collection of sludge
seven, disinfection contact tank
4, chlorination
1, chlorine dosage According to the dosage of 5g per cubic meter, then
(2), chlorination equipment Selection of three REGAL-2100 negative pressure chlorine machine (2 with a standby), a single chlorine dosage of 10kg / h
eight, sludge pumping
eight, sludge pumping
Design of sludge pumping
design of sludge pumping
design of the sludge pumping
design of the sludge pumping
Design of 2 sludge reflux pump houses
1, design parameters
Sludge reflux ratio of 100%
Design of reflux sludge flow rate of 50,000m3/d
Remaining sludge volume of 2,130m3/d
2, sludge pumps
Six sets of reflux pumps (4 sets with 2 standbys), type 200QW350-20-37 submersible sewage pump
Remaining sludge pumps 4 sets (2 with 2 standby), model 200QW350-20-37 submersible sewage pump
3, sludge collection tank
1, volume According to the design of the maximum flow rate of 1 pump when the flow rate of 6min
Take the sludge collection tank capacity of 50m3
2, Area Effective water depth, area
Mud pool length of 5m, width
4, pump position and installation
Sewage pumps are placed directly in the catchment pool, sewage pump maintenance using mobile hangers.
9, sludge thickening tank
Primary sedimentation tank sludge water content of about 95%
Design parameters
1, thickening tank size
2, thickened sludge volume
3,
Adopted peripheral drive single-arm rotary scraper.
Ten, sludge storage tank
1, sludge volume
2, sludge storage tank volume
Designed sludge storage tank cycle 1d, then the volume of sludge storage tank
3, sludge tank dimensions
4, mixing equipment
In order to prevent the sludge from the end of the sludge storage tank precipitation, the sludge storage tank is set up with mixing equipment. One under-liquid mixer with power of 10kw is installed.
XI. Dewatering room
1. Filter press
2. Calculation of dosage
The dosage is calculated as 0.4% of dry solids
.
Twelve, buildings and equipment list:
No. Name Specification Quantity Design Parameters Main Equipment
1
Grid
L×B =
3.58m×3.2m
1 Design Flow Rate
Qd=50,000m3/d
Bars Gap
Water depth before grating
Flow rate through the grating
HG-1200 gyratory mechanical grating 1 set
Ultrasonic water level meter 2 sets
Screw press (Φ300) 1 set
Screw conveyor (Φ300) 1 set
Steel gates (2.0X1.7m) 4 pieces
Manual opener (5t) 4 sets
2
Inlet pump house
L × B =
20m × 13m
1 Design flow rate Q=2793.6 m3/h
Single pump flow rate Q= 350m3/h
Design head H=6mH2O
Selected pump head H= 7.22mH2O
1mH2O=9800 Pa Screw pump (Φ1500mm,N60kw) 5 sets, 4 with 1 spare
Steel gate (2.0mX2.0m) 5
Manual starter and closer (5t) 5 sets
Manual single girder suspension crane (2t, Lk4m) 1 set
3
Admospheric sedimentation tank
L×B×H=
12.5m×3.1m×2.57m
1 Design flow rate
Q=2793.6 m3/h
Horizontal flow rate v= 0.25 m/s
Effective depth of H1= 1 m
Residence time T= 50 S
The water depth of the sedimentation tank is 1 m. 50 S
Sand-water separator (Φ0.5m) 2 sets
4
Advection primary sedimentation tank
L×B×H=
21.6m×5m×8m
13
Designed flow rate Q= 2793.3 m3/h
Surface load q= 2.0m3/( m2?h)
Residence time T= 2.0 d
Full bridge scraper (bridge length 40m, line speed 3m/min, N0.55X2kW) 2 sets
Skimming hopper 4 sets
5
Aeration tank
L×B×H =
70m×55m×4.5m
1
BOD is 150, treated by primary sedimentation tank, reduce 25% Roots blower (TSO-150, Qa15.9m3/min, P19.6kPa,N11kw) 3 sets
Muffler 6
6
Spoke flow type secondary sedimentation tank
D×H=
Φ 29.8m×3m
2 Design flow rate Q= 2084.4m3/h
Surface loading q= 1.5m3/(m2?h)
Solid loading qs= 144~192 kgSS/(m2?d)
Residence time T= 2.5 h
Tank side water depth H1=2 m
Skimming bucket 4
Outflow weir plate 1520mX2.0m
Direction of the group of plates 560mX0.6m
7 contact disinfection tank L × B × H =
32.4m×3.6m×3m
1 Designed for a depth of H1=2 m
1 Designed for a depth of H1=2 m
1 Designed for a depth of H1=2 m
1 Designed for a depth of H1=2 m
1 Designed for a depth of H1=2 m
1 Design flow rate Q=2187.5 m3/h
Residence time T= 0.5 h
Effective water depth H1=2 m
Injection pumps (Q3-6 m3/h) 2 sets
9
Chlorination room
L×B=
12m×9m
1
Contact disinfection tank L×B×H=
32.4m×3.6m×3m
1 <
Chlorine dosage 250 kg/d
Chlorine storage capacity of chlorine bank is calculated according to 15d
Negative-pressure chlorination machine (GEGAL-2100) 3 sets
Electric single girder suspension crane (2.0t) 1 set
10
Reflux and leftover
Residual sludge pumping room (joint type)
L×B=
10 =10m×5m
1 Non-clogging submersible return sludge pump 2 sets
Steel gate (2.0X2.0m) 2 fans
Manual single girder suspension crane (2t) 1 set
Sleeve valve DN800mm, Φ1500mm 2 pcs
Electric starter/closer (1.0t) 2 pcs
Manual opener (5.0t) 2 sets
Non-clogging submersible residual sludge pumps 3 sets
Chapter IV Layout
(1) Principles of the general layout
The wastewater treatment plant is a new construction project, the general layout, including: wastewater and sludge treatment process structures and facilities of the general layout, a variety of pipelines, pipelines and channels, various auxiliary buildings and channels. Layout, various auxiliary buildings and facilities layout. General plan layout should comply with the following principles.
① The arrangement of processing structures and facilities should follow the flow, centralized and compact, in order to save land and operation management.
② process structures (or facilities) and auxiliary buildings with different functions should be according to the difference in function, respectively, relatively independent arrangement, and coordinate the relationship with the environmental conditions (such as terrain, sewage outlet direction, wind direction, the surrounding important or sensitive buildings, etc.).
③ The spacing between the structure (construction) should meet the requirements of traffic, pipeline (canal) laying, construction and operation management, etc.
④ Pipeline (canal) laying, construction and operation management.
④ Pipeline (line) and channel layout, should be coordinated with its elevation arrangement, should be responsive to the requirements of the sewage treatment plant for a variety of media delivery, try to avoid multiple lifting and meandering, to facilitate energy saving and operation and maintenance.
⑤ Coordination of auxiliary buildings, roads, landscaping and treatment structures (buildings) relationship, to facilitate production and operation, to ensure safe and smooth road, landscaping plant environment.
(2) The result of general layout
Sewage is intercepted by the drainage trunk pipe in the north, and then discharged into the river by the drainage trunk pipe and pumping station after treatment.
The sewage treatment plant is rectangular, with an east-west length of 380 meters and a north-south length of 280 meters. The complex, staff quarters and other major auxiliary buildings are located in the eastern part of the plant, and the water treatment structures, which occupy a large area, are located in the eastern part of the plant, lined up from north to south along the flow, and the sludge treatment system is located in the southeastern part of the plant.
The main road of the plant is 8 meters wide, and the spacing between the structures on both sides is not less than 15 meters; the secondary road is 4 meters wide, and the spacing between the structures on both sides is not less than 10 meters.
The general layout see attached Figure 1 (layout plan).
Chapter V elevation and calculation
(1) elevation principles
① Make full use of topography and urban drainage system, so that the sewage can be lifted by a smooth self-flowing through the sewage treatment structures, discharged outside the plant.
② Coordinate the relationship between the elevation arrangement and the layout, to reduce the footprint, but also conducive to sewage, sludge transportation, and help reduce project investment and operating costs.
3 Do a good job of sewage elevation arrangement and sludge elevation arrangement, try to reduce the number of lifts and height.
④ Coordination of the overall elevation of the sewage treatment plant and the overall vertical design of a single unit, not only to facilitate normal discharge, but also conducive to maintenance and emptying.
(2) the results of the elevation arrangement
Because the sewage treatment plant effluent discharged into the municipal drainage trunk, by the end of the pumping station to lift before discharging into the river, so the sewage treatment plant elevation arrangement is determined by its own factors.
The use of ordinary activated sludge method, spoke flow two sedimentation tanks, aeration tanks, primary sedimentation tank covers a large area, if the burial depth is designed to be too large, on the one hand, is not conducive to the construction, but also not conducive to the balance of the earth, so according to minimize the depth of burial. From the reduction of civil engineering investment considerations, the outlet water surface elevation is set at 64m, the elevation of the corresponding structures and facilities can be calculated from the outlet countercurrent head loss, and thus calculated.
The total elevation arrangement see attached Figure 2 elevation map.
(3) Elevation calculation
h1-along the head loss h1=il, i-slope i=0.005
h2-local head loss h2=h1×50%
h3- Structure head loss
a, Pasteurization metering tank
H=0.3m
Pasteurization metering tank elevation -1.7000m
b, Relative elevation of disinfection tank
Relative elevation of the drainage inlet to the ground: 0.00m
Head loss of disinfection tank: 0.30m
Relative elevation of disinfection tank to the ground: -1.4m
Relative elevation of disinfection tank to the ground: -1.4m
Relative elevation of disinfection tank: -1.4m
Relative elevation of disinfection tank Ground elevation: -1.4000m
c. Calculation of elevation loss of sedimentation tank
l=40m
h1=il=0.005×40=0.20m
h2= h1×50%=0.10m
h3=0.45m
H2=h1+h2+h3=0.20 +0.10+0.45=0.75m
Sedimentation tank relative ground elevation -0.6000m
d, A2/O reaction tank elevation loss calculation
l=55m
h1=il=0.005×55=0.275m
h2= h1×50%=0.1375m
h3=0.60m
H3=h1+h2+h3=0.275+0.1375+0.60=1.0125m
Relative ground elevation of A2/O reaction tank 0.4625m
e. Calculation of elevation loss of advective sedimentation tank
l=12m
h1= il= 0.005×12=0.06m
h2= h1×50%=0.03m
h3=0.3m
H4=h1+h2+h3=0.06+0.03+0.30=0.39m
Planar flow sedimentation tank relative ground elevation 0.8525m
f, fine grating elevation Loss calculation
h1= 0.30m
h2= h1×50%=0.15m
h3=0.30m
H5=h1+h2+h3=0.30+0.15+0.30=0.75m
Relative ground elevation of fine grille 1.6025m
g, sewage Lifting pump elevation loss calculation
l=5m
h1= il=0.005×5=0.025m
h2= h1×50%=0.0125m
h3=0.20m
H6=h1+h2+h3=0.025+0.0125+0.20=0.2375m
Sewage lifting pump relative ground elevation -4.1600m